Design of 7m Pier 12 May 12

Hoist Placement Pier top MWL FRL Kink Crest Level density A B L1 1)

2)

3)

4)

5)

6) a)

b)

7)

8) 1 A)

B)

8) 2 Zone-I (a

(b

(c

Zone-II (a

(b

(c

d1/d M1/σbd2 P/σbd γ Asc=Ast

Considering Earthquake in Zone-II M1/σbd2 P/σbd γ Asc=Ast

Multiplication factors F1/b P1/b 6M/b2

Total Tensile force (Shaded area) 80 % of permissible tensile stress in steel Area of steel dia of bar Area of one bar No of bars

Total Tensile force ( Shaded Area ) 80 % of permissible tensile stress in steel Area of steel dia of bar Area of one bar No of bars

7m Pier 7m Hoist Placement Pier top MWL FRL Kink

1650.50 1646.00 1645.84 1643.50 1639.00 1636.10 1633.50 2.4

Crest Level density A B L1

7.89 m 5m 15.625 m

W1

577.27 t

W2

2793 t

13.3 m

W3

1570.8 t

5.5 m

W 4-1

422.142 t

4.37 m

W 4-2

403.788 t

4.37 m

W5

120.12 t

2.75 m

W6

120.07 t

3.5 m

Total weight W per m of run Weight of spillway bridge on the pier:

6007.19 t 194.313095 t/m

Lenghts 3.5 m

This load is transferred to the pier through the bearings of the bridge and this is assumed to be 20 T/m run Assume 15 t/m S.W per m run 209.31 t/m 10 % increment 230.24 t/m

Total Uplift-I Total Uplift-II Total uplift Uplift-I per m run Uplift-II per m run

PH

552.3 t 546.875 t 1099.175 t 70 t/m 35 t/m

500 t

MH

1666.67 t-m

PT

50.66 t

Earthquake forces Description W1 W2 W3 W4-1 W4-2 W5 W6

Inertia force per m length Moment per m length Description W1 W2 W3 W4-1 W4-2 W5 W6

Inertia force per m Hydrodynamic forces y h

w 577.27 2793.00 1570.80 422.14 403.79 120.12 120.07

Seismic coffe. 0.12 0.12 0.12 0.12 0.12 0.12 0.12 Total

Inertia 69.27 335.16 188.496 50.66 48.45 14.41 14.41 720.86

23.32 t/m 159.93 t-m/m w Vertical coffe. 577.27 0.09 2793.00 0.09 1570.80 0.09 422.14 0.09 403.79 0.09 120.12 0.09 120.07 0.09 Total 17.49

10 47.5

Inertia 51.95 251.37 141.37 37.99 36.34 10.81 10.81 540.65

L.A 6.25 6.25 8.5 9.33 5.50 2.60 2.60

Cm Cs p

0.735 0.364 2.075

VH - I MH - I VH - II MH - II Without Earthquake

15.06 62.04 5.27 62.04

Bending Moment 20 % increment, M1 Vertical weight, P1 Horizontal weight, H1

129.299 t-m 284.458 t-m 160.24 38.790

M2 Mt Vertical weight, P2 Horizontal weight, H2 With Earthquake Zone-I Moment without earthquake Moment due to horizontal inertia Moment due to hydrodynamic forces Moment due to vertical inertia Total

136.681 37.120 195.24 18.34

284.458 159.93 62.04 0 506.425

Vertical forces vertical inertia forces Total,

160.24 17.49 142.76

Horizontal forces Horizontal inertia forces Horizontal hydrodynamic forces Total, Zone-II Moment without earthquake Moment due to horizontal inertia Moment due to hydrodynamic forces Moment due to vertical inertia Total

38.790 23.32 15.06 77.171 136.681 159.93 62.04 0 358.647

F1/b P1/b

Vertical forces vertical inertia forces Total, Horizontal forces

195.24 17.49 177.76 18.34

6M/b2

Horizontal inertia forces Horizontal hydrodynamic forces Total,

23.32 5.27 46.93

Zone-III 50 % of the reinforcement provided in the zone-I or 25 dia @ 300 mm, whichever is more. It should not be less than 25 dia @ 300 mm in any case

Area equivalent width Effective cover

113.567 3.674 0.15 3.674 3.524

d d1 d1/d

m2 m m m m

0.959 2

M1/σbd

4962.94231

0.0536 0.0555 0.002702 chart 5.2 2 49.629 cm

P/σbd γ Asc=Ast

6.170912507

IN ZONE-I

0.002415 44.35790406

Considering Earthquake in Zone-II M1/σbd2

0.0380 0.0691 0.0007 2 12.8573635 cm

P/σbd γ Asc=Ast

Multiplication factors F1/b

IN ZONE-II

-11.0244257

P1/b

20.3937465

2

6M/b

-62.0111797

Table

HORIZONTAL ANCHORAGE

X/b

0.25 Y/b

Contribution of σx due to

Coeff

0.5 σx

Coeff

Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total

0

0.25

0.5

0.75

1

1.25

1.5

Total Tensile force (Shaded area) 80 % of permissible tensile stress in steel Area of steel dia of bar Area of one bar No of bars

16.6265 576.3965 0.03605699 364.043297 1.84 197.849618 32 804.248 24.6005818 in two tiers

Table

X/b Y/b 0

0.6994 1 0.5 0.385 0.3929 0.004 0.1474 0.1862 -0.0544 0.0598 0.0978 -0.0408 0.0269 0.0551 -0.0262 0.0134 0.0332 -0.0168 0.0072 0.212 -0.0111

-7.710483 20.393747 -31.00559 -18.32233 -4.244404 8.012703 -0.248045 3.5202544 -1.625 3.7973156 3.3734082 5.545723 -0.659261 1.9945084 2.5300561 3.8653039 -0.296557 1.1236954 1.6246929 2.451831 -0.147727 0.6770724 1.0417878 1.5711329 -0.079376 4.3234743 0.6883241 4.9324225

2.925 1 1 0.602 0.347 0.046 0.2577 0.2251 -0.0326 0.1215 0.1424 -0.0398 0.0615 0.0908 -0.0321 0.0332 0.0595 -0.0236 0.0191 0.0403 -0.0171

Extended upto

t/m t/cm2 cm2 mm mm2

VERTICAL ANCHORAGE Vertical anchorage 0.25 0.50 Contribution of σy due to Coeff σy Coeff Shear force 0.00

0

0.25

0.5

0.75

1

1.25

1.5

1.75

2

Total Tensile force ( Shaded Area ) 80 % of permissible tensile stress in steel Area of steel dia of bar Area of one bar No of bars

Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total t/m 2 t/cm 1.84 cm2 490.873852

1.00 1.00 0.30 0.50 0.35 0.25 0.48 0.23 0.20 0.45 0.14 0.16 0.41 0.09 0.12 0.37 0.06 0.10 0.33 0.04 0.08 0.30 0.03 0.06 0.27 0.02

Zone-I 39.69855 t/m 2 21.575299 cm 5 2454.3693 25 @ 200C/C

Angle

11.4543

Zone-I Zone-II

Alpha-H Alpha-V

should check

20.29 10.625

0.12 0.09

M 432.95 2094.75 1602.22 472.80 266.50 37.48 37.46 4944.16

-6.70483

2.925

-19.61

1.0246

-6.87

M1/σbd2

0.037967

25.3937

1

25.39

0

0.00

P/σbd

0.069126

-51.2353

1

-51.24 -45.45 -4.04 8.81 -2.36

0

0.00 -6.87

γ σ

0.602 0.347 0.046

γ 0.0007 Asc=Ast 12.85736 50% of zone-I should be provided

2.42 horizontal anchorage 25@300 in zone-II

25% of zone I 50% of Zone-II 25@300

Area of one 804.248 bar 162.0506 Provided

160mm

(chart 5.3) in 2 rows 490.87 10 490.87 5 490.87 4

4908.74 2454.37 1963.50

2 49.09 cm 2 24.54 cm 2 19.63 cm

17.58741 -71.4513 1.319245

0.5

0.75 σx

Coeff

σx

Zone-I Zone-II Zone-III

-0.43075

-32.2464 1.0246 20.3937 0 -62.0112 0 -73.8639 -6.6367 0.6695 7.07663 0.2851 -2.85251 0.0929 -2.41259 -2.84099 0.3488 4.59063 0.2489 2.02156 0.0245 3.7712 -1.33947 0.1873 2.90407 0.1806 2.46804 -0.01 4.03265 -0.678 0.1019 1.85175 0.1269 1.99056 -0.0194 3.16431 -0.36601 0.0612 1.21343 0.0892 1.46346 -0.0193 2.31088 -0.21057 0.0373 0.82187 0.0636 1.06039 -0.0164 1.67169

-11.2956 0 0 -11.2956 -7.38085 5.814257 -5.76084 -7.32743 -3.84532 5.076004 -1.51927 -0.28859 -2.06487 3.683111 0.620112 2.238347 -1.12339 2.587966 1.203017 2.667594 -0.67469 1.819122 1.196816 2.341243 -0.41121 1.297042 1.016983 1.902815

1.1076 84.16431

126.376 0.142432

-73.8639

1.75

-20 2 -2.41259 cm

3.771202 3006 mm

61.9007 t/m 1.84 2 2 33.6417 cm 3364.167 mm Noof bars 4.182998 490.87

7 3436.117

0.50

2 34.36 cm

spacing

142.86 mm

0.75 σy 0.00

Coeff 0

σy 0.00

0.00

0

20.39 -62.01 -41.62 -3.30 10.13 -21.52 -14.69 -2.81 9.78 -13.96 -6.98 -2.25 9.14 -8.83 -1.94 -1.76 8.35 -5.63 0.96 -1.37 7.55 -3.69 2.49 -1.08 6.81 -2.50 3.24 -0.86 6.17 -1.74 3.56 -0.70 5.60 -1.26 3.64

0 0 0.147 0.089 0.06 0.21 0.214 0.109 0.202 0.271 0.102 0.176 0.288 0.081 0.147 0.285 0.06 0.122 0.273 0.045 0.01 0.258 0.033 0.084 0.242 0.025

Zone-II 10.94 t/m 2 5.94565 cm

0.00 0.00 0.00 -1.62 1.82 -3.72 -3.53 -2.32 4.36 -6.76 -4.71 -2.23 5.53 -6.33 -3.03 -1.94 5.87 -5.02 -1.09 -1.62 5.81 -3.72 0.47 -1.34 5.57 -2.79 1.43 -0.11 5.26 -2.05 3.10 -0.93 4.94 -1.55 2.46

1.00 1.00 0.30 0.50 0.35

25.39375 -51.2353 -25.8416 -2.00877 12.61815 -17.7838 -7.17439

Y/b=0.5 is sufficient but minimum 5m depth of anchorage should be provided.

-41.62

1.75

20t/m2

-14.69

cm2 2 ne-I should be provided 24.81471 cm

2 12.40736 mm 2 12.40736 mm 490.8739

2 4 1963.495 19.63495 mm

20t/m2

t

1.319245

-0.43075

1.75

e should be provided.

0

X/b Y/b 0

0.25

0.5

0.75

1

1.25

1.5

1.75

2

Contribution of σx due to

Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total Shear force Direct Load Moment Total

Coeff

0.25 Txy

Coeff

0

0

0

-0.73

0

-0.94

0

-0.72

0

-0.5

0

-0.35

0

-0.27

0

-0.16

0

-0.12

Unit Moment 0.25

0.5 Txy

Coeff

0.75 Txy

Coeff

1 Txy

Coeff

1.25 Txy

Coeff

Txy

0

0

0

0

-0.91

-0.43

0.5

0.28

-0.97

-0.42

0.37

0.6

-0.9

-0.45

0.03

0.48

-0.7

-0.53

-0.13

0.22

-0.55

-0.34

-0.12

0.03

-0.38

-0.33

-0.19

-0.1

-0.26

-0.27

-0.21

-0.14

-0.2

-0.22

-0.19

-0.17

1.5 Coeff

1.75 Txy

Coeff

2 Txy

Coeff

Txy

0

0

0

0.27

0.22

0.13

0.38

0.26

0.21

0.34

0.27

0.22

0.24

0.2

0.19

0.09

0.13

0.11

0

0.03

0.09

-0.09

0

0.04

-0.09

-0.04

0